CN113882398A - Grouting reinforcement construction method for pile foundation casing of water-rich sand gravel soil layer - Google Patents
Grouting reinforcement construction method for pile foundation casing of water-rich sand gravel soil layer Download PDFInfo
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- CN113882398A CN113882398A CN202111188814.9A CN202111188814A CN113882398A CN 113882398 A CN113882398 A CN 113882398A CN 202111188814 A CN202111188814 A CN 202111188814A CN 113882398 A CN113882398 A CN 113882398A
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- Prior art keywords
- grouting
- water
- soil layer
- casing
- sand gravel
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 40
- 239000002689 soil Substances 0.000 title claims abstract description 37
- 239000004576 sand Substances 0.000 title claims abstract description 35
- 238000010276 construction Methods 0.000 title claims abstract description 23
- 230000002787 reinforcement Effects 0.000 title claims description 9
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 44
- 239000010959 steel Substances 0.000 claims abstract description 44
- 238000005553 drilling Methods 0.000 claims abstract description 10
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 8
- 238000007596 consolidation process Methods 0.000 claims abstract description 4
- 239000011440 grout Substances 0.000 claims description 4
- 239000000463 material Substances 0.000 claims description 3
- 238000006073 displacement reaction Methods 0.000 abstract 1
- 238000000034 method Methods 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 230000002411 adverse Effects 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/06—Foundation trenches ditches or narrow shafts
- E02D17/08—Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/52—Submerged foundations, i.e. submerged in open water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/52—Submerged foundations, i.e. submerged in open water
- E02D27/525—Submerged foundations, i.e. submerged in open water using elements penetrating the underwater ground
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/0023—Slurry
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses a construction method for reinforcing a pile foundation casing of a water-rich sand gravel soil layer by grouting, which comprises the steps of determining the embedding depth of a steel casing according to the thickness of the sand gravel soil layer and the height of a water head, embedding the steel casing, backfilling and tamping according to the designed elevation of a backfill layer, driving a grouting pipe around the steel casing, grouting by pressing force, forming grouting body surrounding the steel casing, and drilling by using a drilling machine after the grouting body reaches the consolidation strength. According to the invention, the seepage resistance and the strength of the soil layer are increased by grouting the water-rich sand gravel soil layer around the steel pile casing, the problems of easy hole collapse of the pile foundation at the bottom of the steel pile casing, water leakage of the outer wall of the steel pile casing, displacement and inclination of the steel pile casing and the like in the construction of the water-rich sand gravel soil layer pile foundation are solved, the continuous and effective operation can be carried out during the drilling of the water-rich sand gravel soil layer pile foundation, the construction efficiency is improved, the potential safety hazard caused by hole collapse and water leakage is avoided, and the safety risk is reduced.
Description
Technical Field
The invention relates to the technical field of bored pile construction, in particular to a construction method for grouting and reinforcing a pile foundation casing of a water-rich sand gravel soil layer.
Background
At present, in the construction process of a water-rich sand gravel soil layer drilled pile, a steel pile casing is inclined due to the fact that a soil layer is greatly disturbed, the outer wall of the steel pile casing is permeable to water or even the hole wall collapses, and therefore construction efficiency is low and safety risk is high.
Disclosure of Invention
In order to solve the problems, the invention provides a construction method for reinforcing and grouting a pile foundation casing of a water-rich sand gravel soil layer, which can specifically adopt the following technical scheme:
the construction method for grouting and reinforcing the pile foundation casing of the water-rich sand gravel soil layer comprises the following steps:
firstly, determining the embedding depth of the steel casing according to the thickness of a sand gravel soil layer and the height of a water head;
embedding a steel pile casing, and backfilling and tamping according to the designed elevation of a backfill layer;
thirdly, driving a grouting pipe around the steel casing, and grouting by pressing force to form grouting body surrounding the steel casing;
and fourthly, after the grouting body reaches the consolidation strength, drilling by using a drilling machine.
The minimum thickness of the sand gravel soil layer is 3 meters, and the water inflow of the sand gravel soil layer is more than 1L/s.m.
The grouting pipe is a PVC sleeve valve pipe with the diameter of 46-150mm and the wall thickness of 2-5 mm.
The grouting pipes are arranged in groups, and each group of grouting pipes is annularly arranged at the outer side of the corresponding steel casing in a circle at uniform intervals.
The distance between the center of each grouting pipe and the outer edge of the corresponding steel casing is 0.6-0.8m, and the center distance between two adjacent grouting pipes is 1.5-1.55 m.
The effective grouting radius of the grouting pipe is 0.8-1.2 m.
The tail end of the grouting pipe is located 0.5-1m below the bottom surface of the steel casing.
And the grouting material used for grouting in the third step is cement-water glass double grout, and the final pressure of grouting is 2-3 MPa.
According to the construction method for grouting and reinforcing the pile foundation casing of the water-rich sand gravel soil layer, provided by the invention, the seepage resistance and the strength of the soil layer are increased by grouting the water-rich sand gravel soil layer around the steel casing, the problems that the pile foundation at the bottom of the steel casing is easy to collapse, the outer wall of the steel casing leaks water, the steel casing is displaced and inclined and the like in the construction of the pile foundation of the water-rich sand gravel soil layer are solved, the operation can be continuously and effectively carried out during the drilling of the pile foundation of the water-rich sand gravel soil layer, the construction efficiency is improved, the potential safety hazard caused by collapse and water leakage is avoided, and the safety risk is reduced.
Drawings
FIG. 1 is a schematic diagram of a steel casing reinforcing structure according to the invention.
FIG. 2 is a geological map of a water-rich sand gravel layer in the example.
Fig. 3 is a schematic view of the relative positions of the steel casing and the grout pipe in section a-a of fig. 1.
Fig. 4 is a schematic diagram of the effective grouting range of the grouting pipe around the single steel casing in fig. 3. .
Detailed Description
The following describes embodiments of the present invention in detail with reference to the drawings, which are implemented on the premise of the technical solution of the present invention, and give detailed implementation manners and specific working procedures, but the scope of the present invention is not limited to the following embodiments.
As shown in fig. 1-4, a bored pile is planned to be constructed in a water-rich sand gravel soil layer on one side of a river channel H, the minimum thickness of the sand gravel soil layer in the area is 3 meters, the water inflow of the sand gravel soil layer is more than 1L/s · m, when the bored pile is constructed according to a traditional method, adverse conditions such as deflection of a steel pile casing, water permeation of the outer wall of the steel pile casing and even collapse of the hole wall are easy to occur, and in order to avoid the conditions, the construction method for grouting and reinforcing the pile casing of the water-rich sand gravel soil layer pile foundation is carried out according to the invention, and specifically comprises the following steps:
step one, determining the thickness and the water head height of a water-rich sand gravel soil layer according to a survey report, and taking the thickness and the water head height as the basis of the burying depth of the steel casing 1;
secondly, embedding the steel pile casing 1, backfilling and tamping according to the designed elevation of the backfill layer 2, and leveling the field around the steel pile casing 1;
thirdly, driving a grouting pipe 3 around the steel casing 1, and grouting by pressing force to form a grouting body 4 surrounding the steel casing 1;
the grouting pipes are made of PVC sleeve valve pipes with the diameter of 46-150mm and the wall thickness of 2-5mm, in the embodiment, the inner diameter of each PVC sleeve valve pipe is 46mm, the wall thickness of each PVC sleeve valve pipe is 2mm, the PVC sleeve valve pipes are arranged around the steel casing 1 in groups when being buried, as shown in figure 3, each group of grouting pipes 3 are circumferentially arranged at intervals uniformly by taking the corresponding steel casing 1 as a circle center, each grouting pipe 3 is vertically arranged, and the tail end of each grouting pipe is located 0.5-1m below the bottom surface of the steel casing 1. Specifically, the distance between the center of each grouting pipe 3 and the outer edge of the corresponding steel casing 1 is 0.6-0.8m, the center distance between two adjacent grouting pipes 3 is 1.5-1.55m, and the effective grouting radius of each grouting pipe 3 is kept at 0.8-1.2 m. When the adjacent steel casings 1 are close to each other, one or more grouting pipes 3 may be shared. In this embodiment, the distance between the center of each grouting pipe 3 and the outer edge of the corresponding steel casing 1 is 1m, the center distance between two adjacent grouting pipes 3 is 1.55m, the grouting material used in grouting is cement-water glass double grout, and the final grouting pressure is 2-3MPa, so that the effective grouting radius is 1.0 m, and a pattern-like grouting body 4 as shown in fig. 4 is formed around each grouting pipe 3.
And fourthly, after the grouting body reaches the consolidation strength, drilling by using a drilling machine to obtain a formed hole 5.
It should be noted that in the description of the present invention, terms of orientation or positional relationship such as "front", "rear", "left", "right", "vertical", "horizontal", "inner", "outer", etc., are based on the orientation or positional relationship shown in the drawings, and are only for convenience of description and simplification of description, but do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention.
Claims (8)
1. The construction method for grouting and reinforcing the pile foundation casing of the water-rich sand gravel soil layer is characterized by comprising the following steps of:
firstly, determining the embedding depth of the steel casing according to the thickness of a sand gravel soil layer and the height of a water head;
embedding a steel pile casing, and backfilling and tamping according to the designed elevation of a backfill layer;
thirdly, driving a grouting pipe around the steel casing, and grouting by pressing force to form grouting body surrounding the steel casing;
and fourthly, after the grouting body reaches the consolidation strength, drilling by using a drilling machine.
2. The water-rich sand gravel soil layer pile foundation casing grouting reinforcement construction method as claimed in claim 1, characterized in that: the minimum thickness of the sand gravel soil layer is 3 meters, and the water inflow of the sand gravel soil layer is more than 1L/s.m.
3. The water-rich sand gravel soil layer pile foundation casing grouting reinforcement construction method as claimed in claim 1, characterized in that: the grouting pipe is a PVC sleeve valve pipe with the diameter of 46-150mm and the wall thickness of 2-5 mm.
4. The water-rich sand gravel soil layer pile foundation casing grouting reinforcement construction method as claimed in claim 1, characterized in that: the grouting pipes are arranged in groups, and each group of grouting pipes are annularly arranged for a circle at intervals uniformly by taking the corresponding steel casing as a circle center.
5. The water-rich sand gravel soil layer pile foundation casing grouting reinforcement construction method as claimed in claim 4, characterized in that: the distance between the center of each grouting pipe and the outer edge of the corresponding steel casing is 0.6-0.8m, and the center distance between two adjacent grouting pipes is 1.5-1.55 m.
6. The water-rich sand gravel soil layer pile foundation casing grouting reinforcement construction method as claimed in claim 1, characterized in that: the effective grouting radius of the grouting pipe is 0.8-1.2 m.
7. The water-rich sand gravel soil layer pile foundation casing grouting reinforcement construction method as claimed in claim 1, characterized in that: the tail end of the grouting pipe is located 0.5-1m below the bottom surface of the steel casing.
8. The water-rich sand gravel soil layer pile foundation casing grouting reinforcement construction method as claimed in claim 1, characterized in that: and the grouting material used for grouting in the third step is cement-water glass double grout, and the final pressure of grouting is 2-3 MPa.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111188814.9A CN113882398A (en) | 2021-10-12 | 2021-10-12 | Grouting reinforcement construction method for pile foundation casing of water-rich sand gravel soil layer |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111188814.9A CN113882398A (en) | 2021-10-12 | 2021-10-12 | Grouting reinforcement construction method for pile foundation casing of water-rich sand gravel soil layer |
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| Publication Number | Publication Date |
|---|---|
| CN113882398A true CN113882398A (en) | 2022-01-04 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202111188814.9A Pending CN113882398A (en) | 2021-10-12 | 2021-10-12 | Grouting reinforcement construction method for pile foundation casing of water-rich sand gravel soil layer |
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| CN (1) | CN113882398A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN118087535A (en) * | 2024-04-24 | 2024-05-28 | 上海建工二建集团有限公司 | Foundation pit bottom surge emergency grouting device and construction method thereof |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101173516A (en) * | 2007-11-29 | 2008-05-07 | 中铁大桥局股份有限公司 | Method for preventing slurry leakage and hole collapse of large-diameter deep-borehole cast-in-situ bored pile by casting curtain method |
| CN104499479A (en) * | 2014-12-19 | 2015-04-08 | 上海申元岩土工程有限公司 | Dig-hole pile construction method based on penetration of sand gravel backfilling layer |
| CN107542083A (en) * | 2016-06-24 | 2018-01-05 | 中国二十冶集团有限公司 | Percussion Piles wall protecting method in soft sandy ground matter |
| CN108149682A (en) * | 2018-02-05 | 2018-06-12 | 北京城建八建设发展有限责任公司 | A kind of slip casting casing device and the pile foundation drilling construction method using the casing device |
| CN108560540A (en) * | 2018-06-20 | 2018-09-21 | 中国建筑第八工程局有限公司 | The means of defence and safeguard structure of artificial digging pile argillaceous siltstoue geology |
| CN112144517A (en) * | 2020-10-16 | 2020-12-29 | 中铁十五局集团第五工程有限公司 | Method for grouting retaining wall by using steel retaining cylinder for pile foundation in weak stratum |
-
2021
- 2021-10-12 CN CN202111188814.9A patent/CN113882398A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101173516A (en) * | 2007-11-29 | 2008-05-07 | 中铁大桥局股份有限公司 | Method for preventing slurry leakage and hole collapse of large-diameter deep-borehole cast-in-situ bored pile by casting curtain method |
| CN104499479A (en) * | 2014-12-19 | 2015-04-08 | 上海申元岩土工程有限公司 | Dig-hole pile construction method based on penetration of sand gravel backfilling layer |
| CN107542083A (en) * | 2016-06-24 | 2018-01-05 | 中国二十冶集团有限公司 | Percussion Piles wall protecting method in soft sandy ground matter |
| CN108149682A (en) * | 2018-02-05 | 2018-06-12 | 北京城建八建设发展有限责任公司 | A kind of slip casting casing device and the pile foundation drilling construction method using the casing device |
| CN108560540A (en) * | 2018-06-20 | 2018-09-21 | 中国建筑第八工程局有限公司 | The means of defence and safeguard structure of artificial digging pile argillaceous siltstoue geology |
| CN112144517A (en) * | 2020-10-16 | 2020-12-29 | 中铁十五局集团第五工程有限公司 | Method for grouting retaining wall by using steel retaining cylinder for pile foundation in weak stratum |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN118087535A (en) * | 2024-04-24 | 2024-05-28 | 上海建工二建集团有限公司 | Foundation pit bottom surge emergency grouting device and construction method thereof |
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| CB03 | Change of inventor or designer information |
Inventor after: Jie Zhigang Inventor after: Duan Erqiang Inventor after: Zhang Weipeng Inventor after: Zhang Guoyue Inventor after: Mao Danfeng Inventor after: Shi Lei Inventor after: Zhao Hao Inventor after: Bai Hongzhou Inventor after: Bao Jianwen Inventor after: Li Shimao Inventor after: Liu Jianwen Inventor after: Xu Xusheng Inventor after: Zhang Yuansong Inventor before: Jie Zhigang Inventor before: Zhang Weipeng Inventor before: Zhang Guoyue Inventor before: Mao Danfeng Inventor before: Zhao Hao Inventor before: Bai Hongzhou Inventor before: Bao Jianwen Inventor before: Li Shimao Inventor before: Liu Jianwen Inventor before: Xu Xusheng Inventor before: Zhang Yuansong Inventor before: Duan Erqiang |
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| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20220104 |
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| RJ01 | Rejection of invention patent application after publication |